ML19331B546
| ML19331B546 | |
| Person / Time | |
|---|---|
| Site: | Diablo Canyon  |
| Issue date: | 06/12/1980 |
| From: | LAWRENCE LIVERMORE NATIONAL LABORATORY |
| To: | |
| Shared Package | |
| ML19331B489 | List: |
| References | |
| NUDOCS 8008120409 | |
| Download: ML19331B546 (52) | |
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DYNAMIC ANALYSIS..
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FOR T!!E IMPERIAL VALLEY EARTIIQUAKE e
JUNE 12 1980
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EG&G anC the Lawrence'_Livermore Laboratory wish to express"their * -
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ri:9.;- appreca_.t...io._n and.'.thank.s..~ to.._the'_Imperi.a.l~ valley Irriga tion.#..
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_for th.cir.' time, effort...and assistance in providing the information
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We are especially indebted to Mr. Carl !!owland, Plant Supertintendent and his associate Mr. John U*
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The purpose of the studies undertaken and the results herein described
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is to determine the structural response in terms of maximum floor
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I$b : ~.IC- _ ions and displacemen~ts' and floor response spectra'" for the
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El Centro Sticam Station No. 4 Turbine Building.
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.. that these results, will be used by others to determine the major plant equipment response resulting from the October 15, 1979 Imperial valley Earthquake.
The structures were originally designed with a uniform building code approach prior to 1969, hence only minimal scismic considerations were included in the design.
It is noted that the structure suffered very f-little damage during the mentioned carthquake.
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The boiler tower, turbine building and turbine generator pedestal are
- dynamically modeled as three dimensional sticks attached to a common base slab foundation.
Both flexible and fixed base spectrum response curves resulting from the mentioned carthquake time history records
._,. are included.-7,;IThe dif ficultics in modeling the boiler tower and AND turbine build,ing interaction arc discussed. !iccommendations for y
L<_'furtherstud((of.thisstructuralinteractionarcpresented.- Based on the predicted versus designed and observed structural reponse it is shown that the fixed base curves more nearly predict the actual equipment response. I It l l i I
.?.. ._ ;- --.. -.:. a.. = :=- - - :.. : :.. !.d, s :.. - - .-f -i r... L t-. :- - - ^ ...n.- . _Y ..=.-... - - L;... l._, ^-. SITE VISIT 0 ,,A site visit.was made on 18 March 1980 To become familiar with the g . :..:-= z.:.g. -. --==-.: --n i ~ plant layout and to observe damage resulting from the most recent .f,, .,7fji Jrf 4f _-3 'f_I_'-fi: '.=:. r v..= -a -E.. 2: - : carthquake: c Observabic7. structural damage to the plant wa's minimal. For the most part the damage was limited to minor cracking of concrete h.. -.and' blocfwai.ff and lo.s"s%.--- f calking ati isolation joints ietween uniEs. 9 The only significant structural damage to the Unit 4 Station observed was the buckling of the upper cross braces in the boiler tower. With the exception.of the boiler, equipment damage of consequence was limited to the breakage of a 1 inch diameter water line and shifting of some equipment supports. The boiler itself suffered extensive x the rigid stops. damage most likely due to bumping against .'-=~;- ~ DESCRIPTION OF PLANT _- ',j; ~ i Figures 1 and 2. show the plant general arrangement and column line ' plan. The El Centro Steam Station No. 4 is the largest of four steam power units owned and operated by the Imperial Valley Irrigation' District '.;E .,; u l and located on the, outskirts of El Centro, California. Station No. 4 .? rated at 80MW Gross consists of a single boiler and turbine generator h '.... i.. -. \\ ( "-unit that may be opera ted__'~ independently of. the other three units.'" - Steam Station No. 4 is the last planned unit for this site. The three main structurcs associated with Station No. 4 are the turbine building, the boiler support towcr and the turbine-generator pedestal. All three of these structures are founded on a single 12 foot thick i hollow honeycomb like reinforced concrcle niab foundation. The maximum
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~~ ~ plan dimensions of the foundation slab are approximately 96 feet by C@ t :Fo ** DS 200 feet. The top of the foundation slab is at EL. 949.0, which*to the existing site grade level. The turbine building structure consists of cight rigid structual steel .=. -- +: : '- 5).: _ l =
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- .5 frames and three reinforced concrete shear walls.
The shear walls are cast monolithically with the exterior s'tocl frames on the east, west, and south' sides bf the building. Within the turbine building, in addition to the ground level slab at EL. 949.0 there is the operating floor at EL. 969.0, the mezzaninc floor at la. 983.0 and the equipment roof slab at EL. 998.7. The boiler support tower is comprised of three braced frames and one combination braced and rigid f rame that is shared with and forms a a-contiguous connection to the turbine building at column lined 15; if and-Cn The boiler support tower extends an additional 45 feet above ~ -the turbine building to EL. 1045.0. The dead load of the boiler is i supported from the top of the support tower by steel rods. Lateral for the boiler is provided by rigid bumper stops at various support clevations throughout the -support tower._ _ A reinforced concrete pedestal having cight moment and shear resisting ... E :.... columns forming three bays in the North-South direction and one bay in the East-West direction supports the turbinc-generator. The ped-estal is isolated f rom the building at the operating floor level by a one inch gap. t- [ l l r
o .m.... 3 - .g f.:... t)YMAMIC Af1AI,YSIS MlfrilOD The turbine building and associated part.n are analy::cd using a normal ~ mode time history method for linear, elastic models. The actuall. 'i--
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~ ~ analysis is donc"unin~f the commercially avai labic "STAlt!)YllM" struc-tural analysis program package mainta'ineil by Mechanics !!cnearch,' Inc., and supplied by. Control Data Corporation. CREFERENca y) .J The time history input. in baned on reconin of t.he October 1",, 1979 1mperial Valley 1 arthquake an taken f rom reference 2 for tl.S.C.S. i Station No. 5165; Plots of the ground motion time hi:: tories are includeil as Figures 3-4. The mot. ion re conin for the N-S, I'-W, and vertical directions are properly time pha::cil. Ilence, no npocial a-numerica] summa tion technique in requireil when nimult:ancounly sub-jceting the model to.all three ground motions. A ground motion duration of 20 seconds with a 0.01 second Iime step in used for this I analysis. DYNAMIC ANAL,YitIS MODMI. A nehematic representat. ion of the analynin model in ::hown in Figurc 6 aint the average areas and moments of i.nert.ia of the respective sticks members are i. liven in T.ilile A, 11 .N C. M.ich m.utn point of t hi: stick reprencnts the mass of the structure, boiter and equipment. at; the. respective level and a proportional share of t.hc mann of the walls between each level. All ma:.no:: a i n a:..nmn:il rielielly connectet! to the
- t ruct nre aial no ai t empt. i:. m.nh t o im ule I t hi i:xpan:: ion.;.sp I,utween the boiler and itu lat era l ::npport. po i nt.n.
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........ r w. 57!re S.?.a 'sa-jf$..*.rr_? ~-.....- nomur, u.mri%. paame.s ano rue ccoss asoceo sTset, psme_s o r re 6o80.t-Tu t! A, ~ ~ M; The turbine building and the boiler support tower arc integrally connected along column lines 15, 16 and G. Irence these two structures arc assumed to act together and a single three dimensional stick is Q used to represent ~their ~ combined stif fness and mass.
- The turbinc buildingfstif fnesh is primari'ly. dominated by the concretc shcar wallsi
-v The stif fncss of' the steel frames in the boiler tower and turbine building'are_ con'sidered.as equivalent. shear areas in determining the j .. 3 = b._; =. 3 l +.+---h--=+=.. model beam properties. A rigid diaphragm is assumed to connect the boiler tower and turbine building at cach clevation. The assumption that rigid diaphragms connect all structural elements at cach level is not entirely correct. The limited size and extent of the turbino building slab at 1:T.. 9fl3.0 introduces some ficxibility . to the structure _at this clovation. Additionally,the stiffncss of the interconnection between the boiler towcr and turbine building is somewhat less than a fully rigid situation. i The turbine pedestal is structurally isolated from the turbine building at EL. 969.0 by a one inch gap. !!cnce a separate single mass three dimensional stick is-used to model the pedestal.-DE m0 D Et. MSPE W 83 A5_. DsETE R mW E D seJ A pm #0 N F. R S a m mn.A A. To Tn n1-oF T
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Both the turbine-boiler building stick and the pedestal stick join at the base slab'lciel where Llc entirc model is supported by three translational soil springs. Due to the siac of the slab and limited The soil l scope of this ef fort rotational springs are not considered. l spring valuen are based on the frequency-intlependent impedance functions outlined in reference 4. The foundation soil shcar modulus is taken as 2000 ksf. This is based on reference 5 and the standard clay data present.ed by Seed and Idri:. :, 1970. it.nliation damping as determined (
a C- ~ y- ' n conjunction with the :: oil ::pr i ng s i:: on t he order of 1-27..nid it i assumed negligible. Ilowever, a material damping value of St. as appropriate for concretc is used for all materials, in the model, i.e.; steel, concrete, soil. 'm. :- -. . DYNAMIC ANAL,YSIS HI;SUIMS
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Flexible base analysis results for the maximum accelcrations and displacement's' for the base slab,' operating floor, mczaninc and roof slab of the turbine building and pedestal are presented in Tables D, E& P. Fixed base analysis results for the operating floor, mczanine and roof slab are also presented in these tables for comparison purposes. The response spectrum. plots for cach of the above floors arc included a as Figures 10-33. ~ A revicw of the representativo, modo shapes in Figures 7, 8 & 9 for the E-W and N-S ' directions in.dicates that the turbine building and boiler tower vibrate as a unit at 4.5 and 4.7 CPS respectively. At all other frequencies the lower portion' of the model which primarily represents the turbino building vibrates independently of the upper portion which represents only the boiler and tower. a= The maximum absolute dif ferential displacement of the turbine building relative to'th~c pedestal is 1.08 inches for the ficxibic base model. This is sligidly larger than the actual design gap of 1 inch. As was there is no evidence of contact between the turbine building and pedestal during the carthquake it could be inferred that the ficxible base model over estimates the act.u M_.iisplacements and pos_sibly g e-l l accelerations. l ~ i i
i . ;.y.,. A curcury look at the dynamic analysis stre:::: results indicates ~ that portions of the turbine building are very highly stresned. This situation is not supported by the actual conditions observed ,at the site d'uiing the site visit. Table G indicates that the . maximum pred[icted base shear values exceed the design shear values
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= - - by 266*: and 82% f6r the flexible and fixed base models respectively. .l. .i..: - RECOMMENDATIONS. Based on the results of the dynamic analysis and the dif ferences between the predicted displacements and forces and the observed condition of the plant a more detailed model is necessary.to accurately predict equipment responsc. This morc detailed model should attempt to more accurately define the connection and interaction between the boiler, boiler tower, and the turbine building. A more detailed cvaluation of the structural and foundation damping values should also be made as the actual versus predicted structural response tends to indicate a highcr value is appropriate. In using the results oI this analysis to predict equipment response it appears the fixed base response curves will more accurately predict the equipment respense rpt F.5e9 445$ ca.ogg y as thcocitructural forces and displacements more accura:.c'.y represent the observed results. ~ I
l f = .q I REFERENCES 1.' Engineering Design a'nd 'Constiruction Completion Report for the Imperial Irrigation District.El Centro Steam Plant 80 MW Unit No.'4, The Fluor Corporation l Limited. Los Angeles, California ~
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~~*~l.~' ~ u 2. Preliminary Summary of the U.S.G.S. St'rong-Motion Records f rom the October 15, 1979 Imperial valley Earthquake, Report No. 79-1654, i .; U.S. Geological, Survey, 1979.. 3. El Centro Steam Station Unit No. 4, Contract No. 4249, Structural Drawing Series 65-P. The Fluor Corporation, Ltd. Los Angcles, California. 4. !!all, Richart and Woods, Vibration of Soils and Foundations, Prentice llall, Inc., 1970. 5. Stardync User Information Manual, control Data Corporation, Minneapolis, Minnesota, 1978. 6. Report of Soil and Foundation Investigation for the El Contro Steam Station and Switchyard at El Centro, California for the ~ Imperial Valley Irrigation District, Dames & Moore, Los Angelos, Cali fo rn.ia, 1946. s r re_a: A t. IRR IC. ATson DIS'tRic ? EL CENTRO u 7. S E.r sme c t o A D w c-oin c.n a m gg s R s q L., C A. DRAW 18J G W M GM"d-616 5-7, p %TEEAm PLAM No. y w6acESTER.,p435, jeggg, h r_s sToiTER c.qr, - ~: ?? 6 6 8 ^ - m oo e e m__ m
s TABLE A ANALYSIS MODEL MEMBER PROPERTIES z. ~~ ~ XII: .:.=.. BEAM i kOTAL ^E b E k-S 1-T E 1. 6.9 0.5 0.8 600 3,900 1,900 2 8.0 0.7 1.2 900 3,900 2,400 3 8.0 1.1 1.9 900 3,900 2,400 4 176.6 41.6 93.4 189,000 383,900 184,300 5 208.8 59.5 93.7 430,000 717,900 220,000 6 237.7 65.4 110.2 470,000 806,800 234,800 19 359.0 359.0 359.0 45,400 28,000 139,000 g = AXIAL AREA RESISTING VERTICLE MOTION, F**2. ~ A - SuAR AuA uSISmG E-w MOna, m2. y A = SHEAR AREA RESISTING N-S MOTION, F**2. N j = BEAM TORSIONAL CONSTANT, F*
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-~ TABLE B SOIL SPRING VALUES RESISTING E-W MOTION 594,000 KIP /FT RESISTING N-S MOTION 625,000 KIP /FT RESISTING VERTICAL MOTION 801,000 KIP /FT TABLE C i MATERIAL PROPERTIES CONCRETE NODULUS OF ELASTICITY 3,100 KSI STEEL MODf?LUS OF ELASTICITY 29,000 KSI i ALL MATERIAL DAMPING 5% e e. J ~ -~ v
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t l .3~ TABLE F MAXIMUM VERTICLE STRUCTURAL ACCELERATIONS AND DISPLACEMENTS (PEAK GROUND ACCELERATION-.66G) . _ : :.. ' ~ ~. ' ~ I " 75# - FLEXIBLE BASE 2 FIXED BASE FT. x 10"2 G. FT. x 10 G. TURBINi' BUILDING l [- EL. 998.7 .53 1.56 .89 .18 EL. 983.0 .52 1.54 .83 .13 EL. 969.0 .50 1.51 .76 .80 EL. 949.0 .49 1.45 TURBINE PEDESTAL EL. 969.0 .49 1.46 l l l s m
s ....:.a. t TABLE G BASE SHEAR COMPARISON i DIRECTION .. <"- ~~ BASE SHEAR (KIPS) .;.-.:=. - - DESIGN FLEXIBLE BASE FIXED BASE E-W 1800* 4800 3150 N-S 1800* 4700 3280 VERT UNKNOWN 2900 4300 i
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( i O 1> I, e .EL 983 O o 4 e t i Et 9s9 -0 4,. l i 1 o 4" et, 9:/9 O g i MooE 2. .4 8 iq FREQUENCY 2.9 4.7 7.5
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.040.D = . 07 0. 5.000XIE _ [ j .i q ,q: ., l'j'.. .i 4.500IIE [ o f\\ i, 1.000X1I l '5 3 o 3.500X1@ ,p ) 1 z 3,000Xth j o l < ;g f ( ~ 2.300xl5 ) x d .J 2.000XI@ / w xj i 1.500XI@ ,.oxx,e / ~ N a mar a en.h a a n== n . :P ..oa:P i.axiF i.exu26xie... - ...I FREOUENCY ( CPS 3 EL CENTRO STEAM.8TATION 4 FLEXIBLE BASE RESPONSE SPECTRA TURBIFi,DUILDING N-S MOTION EL. 969.0 l FIGURE 17 ,8'
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El. CENTRO STEAN STAT 10N 4 FLEX 18LE BASE RESPONGE 8PECTRA r-TURBINE BUILDING N-S MOTION EL. 949.0 FIGURE 20 e
4 ~ D ANPING = A. = .040.8 = , 07 0. 2.500X10 ( i 2.100XIOC 2.200X1E l 3 -g n 7 2.000Xtgt j, [ o 3.000X10C 1.800X10E i p h l ~ i 1.500X18I / ( 5-l 1.2aoxir f = l i }} 1.00nXI@ /f / l s.ooord /[ S.000XM [ ~ i.coaxd 2.000XMl f.cz a sr" 4.ousP' i.oxiet ..exidhnid' e FREOUENCY CCP83 EL CENTRO STEAN STATION 4 FLEXIBLE BASE RESPONSE SPECTRA TURBINE BUILDING VERTICAL MOTION EL. 949.0, FIGURE 21 t
4 l f en a, 0 0 A R 9 T 6 4 C 9 EP S L E E S N NO O ~ P I S T E O R M 3 eS E W n S k P A E2 B 2 C L E AE L N C TR B SU I p X EG E DI Y 0 L EF C F P 7 t 0 m 4 R i, e, E N O p N T O A a f J /
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R 9 / T E A O N 0 T E B 4 [ E G M 0 R M f A E E N F T I = S B R A O U = R T T .// N G E N C I P L F N E AD s. \\ 0 0' E h h e, h P e ec 1 1 I t t t i X x x a ~ x 1 X X X = a 0 o 0 0 O 0 0 0 o 0 0 D 0 0 6 0 E. 0 5 0 s. o. 5 5 3 2 i i , iO .:: gJw
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I T / B 4 E A Q T G 0 S 4 / E 0 R M A E E N F T I = S B A R O U R T = T G N E N C I P L N E A T i D 3 h E h h h h h eeN d' 0 t I t I t t t I t l X X X X X X X X X X X X X n. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 4 2 0 8 6 5 2 0 0 2 2 2 2 1 1 1 1 1 .4 2 - Eo zO 6 4"nu
) 3 s e ) .) ~ DAliPING = A = .040.B = .070 'J ow830' ..,.. e t ( ~ ( .r i.0mxi& 2 J i / f\\ 1 3.smXi&( z O 3.000Xth f {- ~ a 2.500Xih )( g m [ 2.000Xth u // s.swx,St / ) o 4 1.000X10I (,, s.0mxce j s.omuPa i.ax 1,,, g t v.okis26 hie FREQUENCY CCP83 El.' CENTRO:8TEAH BTATION 4 FIXED BASE RESPONGE SPECTRA TURBINE DUILDING E-H MOTION EL. 998.7 FIGURE 25 s.
a
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s. EL CENTN0 STEAN STATION 4 FIXED SASE RESPONGE SPECTRA ~ " TURBINE BUILDING N-S MOTION EL. 998.7 6:.-... I5 ' "4,3. i.. ;.. - ., f. !,. I' J 't., - ' !.4:i .l. .-':',p-4 g.. d.5,e i. i i. t
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r FI1URE 27
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- s. U I
T E 0 4 A Q N T 0 I S 4 E B 0 M R R e A U E T T a S ' A i l l l O = R i T G N N E I C P L N E A l6 D 3 6 0 f d 0 0 C t a t t s 8 t s r x x x x n x x x e 0 0 0 o o 0 0 o t 0 0 0 o o 0 0 o s. 0 5 0 s. c. 0 o. 5 g 1 3 3 2 2 5 l s " m*' v z,~s<"w,uu"< n
I -t .f~- Ni. 'l4: .. ' i ' i.. i ): ; 3 E'. ~; ( I. .I. 1,0 . i,'.6 .t . e (. 4 s I f..s s ,'.l j,. . t" js =lig 's.r t h.
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t f. = u f 'i..'i. d' j b 1, n u o. 4 T ,s 'pJ-3 A R 0 T C 3 E 8 P 9 S ES L N E OP N 3 S O I E I E S j i R T i t gP O9 y E M2 S 1 C A SE 7 D C R D NU ,J r E G X GI 0 j Y, NF i i I F I 7 C D 0 ig 0N 4 L I N U 1 E 0 B t = a, U W 3 T 4 E B A G T N 0 S I 4 E B M R 0 R A U E T 3 F T = S i l i
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O A R = TN G E N C I P L A G E N g D fI t 0 0 B h e 8 8 5 C C f ( 1 1 i t I t i 1 E X x x X x x X x 0 0 o 0 0 o 0 0 a 0 0 o 0 0 c 0 0 o 2 0 e. e. 1 2 0 0 c. 2 2 i i i 8 i 8 n " po v 2ou < " w, Woo ~ i
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3' I l fu h 2 s u N o Q 0 \\ .i M A 3 j R 8 T 9 CE k P L m\\ S E \\ k E S N m \\ \\ N O O I l_[ \\ f P T l 3 ~ t S O S,y e8 E M \\ p i[ s R t (( - aP L0 E A3 l u/ A C C 9 A IE D "P ( TR D RU l / E EG / X VI rl Y 0 I F F G 7 Y C N 0 4 I )/ 8 N D y aE O I N L = //
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I T 9 e B A Q T 0 S E 4 E N ) 0 wR N I A B E R F T U = O T A O = R TN G H E C P L N A E D wr C c. u 0 e T rE r e, r r r e 8 ? o. f a i u u a a 1 n n i I i n n x 4 x a x X x o m m m 0 m. m m. o 0 m m m 0 c 0 a 0 0 8 u. 2 0 2 o. o. a. 0 o iis s s 2 2 2 2 2 2 i }eo z . <"m$E< } i o
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